日本語フィールド
著者:柴 錦春・三浦哲彦・喜連川聡容・日野剛徳 読み: チャイ ジンチュン ミウラノリヒコ キレカワ トシヒロ ヒノ タケノリ題名:両面排水地盤におけるPVD打設深度設計法について発表情報:低平地に関する国際会議プロシーディンス、釜山、韓国 ページ: 13-20キーワード:ジオコンポジット、非排水強度、安定性、盛土材概要:For a two-way drainage deposit under a surcharge load, due to the vertical drainage capacity of a natural deposit, it is possible to leave a layer adjacent to the bottom drainage boundary without prefabricated vertical drain (PVD) improvement and achieve approximately the same degree of consolidation as a fully penetrated case. This depth is designated as an optimum PVD installation depth under a surcharge load. Further, for a two-way drainage deposit under a vacuum pressure, if the PVDs are fully penetrated through the deposit, the vacuum pressure will leak through the bottom drainage boundary. In this case, the PVDs have to be partially penetrated, and there is an optimum installation depth which resulting the maximum consolidation settlement. The equations for calculating these optimum installation depths are presented, and the usefulness of the equations is studied by using one-dimensional finite element analysis as well as laboratory test results.抄録:For a two-way drainage deposit under a surcharge load, due to the vertical drainage capacity of a natural deposit, it is possible to leave a layer adjacent to the bottom drainage boundary without prefabricated vertical drain (PVD) improvement and achieve approximately the same degree of consolidation as a fully penetrated case. This depth is designated as an optimum PVD installation depth under a surcharge load. Further, for a two-way drainage deposit under a vacuum pressure, if the PVDs are fully penetrated through the deposit, the vacuum pressure will leak through the bottom drainage boundary. In this case, the PVDs have to be partially penetrated, and there is an optimum installation depth which resulting the maximum consolidation settlement. The equations for calculating these optimum installation depths are presented, and the usefulness of the equations is studied by using one-dimensional finite element analysis as well as laboratory test results.英語フィールド
Author:Chai, J.-C., Miura, N., Kirekawa, T. and Hino, T.Title:Design methods of PVD installation depth for two-way drainage depositAnnouncement information:Proc. of Int. Symposium on Lowland Technology 2008, Busan, Korea Page: 13-20Keyword:Dual function geocomposite,undrained shear strength, stability, fill materialAn abstract:For a two-way drainage deposit under a surcharge load, due to the vertical drainage capacity of a natural deposit, it is possible to leave a layer adjacent to the bottom drainage boundary without prefabricated vertical drain (PVD) improvement and achieve approximately the same degree of consolidation as a fully penetrated case. This depth is designated as an optimum PVD installation depth under a surcharge load. Further, for a two-way drainage deposit under a vacuum pressure, if the PVDs are fully penetrated through the deposit, the vacuum pressure will leak through the bottom drainage boundary. In this case, the PVDs have to be partially penetrated, and there is an optimum installation depth which resulting the maximum consolidation settlement. The equations for calculating these optimum installation depths are presented, and the usefulness of the equations is studied by using one-dimensional finite element analysis as well as laboratory test results.An abstract:For a two-way drainage deposit under a surcharge load, due to the vertical drainage capacity of a natural deposit, it is possible to leave a layer adjacent to the bottom drainage boundary without prefabricated vertical drain (PVD) improvement and achieve approximately the same degree of consolidation as a fully penetrated case. This depth is designated as an optimum PVD installation depth under a surcharge load. Further, for a two-way drainage deposit under a vacuum pressure, if the PVDs are fully penetrated through the deposit, the vacuum pressure will leak through the bottom drainage boundary. In this case, the PVDs have to be partially penetrated, and there is an optimum installation depth which resulting the maximum consolidation settlement. The equations for calculating these optimum installation depths are presented, and the usefulness of the equations is studied by using one-dimensional finite element analysis as well as laboratory test results.